design of headed concrete anchor

7/27/2019 Design of Headed Concrete Anchor

1/33

SECTION PROPERTIES

1

Properties for Universal Bea

1 UB 1016x305x4872 UB 1016x305x438

3 UB 1016x305x393

4 UB 1016x305x349

5 UB 1016x305x314

6 UB 1016x305x272

7 UB 1016x305x249

8 UB 1016x305x222

9 UB 914x419x388

10 UB 914x419x343

11 UB 914x305x289

12 UB 914x305x253

13 UB 914x305x22414 UB 914x305x201

15 UB 838x292x226

16 UB 838x292x194

17 UB 838x292x176

18 UB 762x267x197

19 UB 762x267x173

20 UB 762x267x147

21 UB 762x267x134

22 UB 686x254x170

23 UB 686x254x152

24 UB 686x254x140

25 UB 686x254x125

26 UB 610x305x238

27 UB 610x305x179

28 UB 610x305x149

29 UB 610x229x140

30 UB 610x229x125

31 UB 610x229x113

32 UB 610x229x101

33 UB 533x210x122

34 UB 533x210x10935 UB 533x210x101

36 UB 533x210x92

37 UB 533x210x82

38 UB 457x191x98

39 UB 457x191x89

40 UB 457x191x82

41 UB 457x191x74

DesignationSl.

No


2/33

42 UB 457x191x67

43 UB 457x152x82

44 UB 457x152x74

45 UB 457x152x67

46 UB 457x152x60

47 UB 457x152x52

48 UB 406x178x74

49 UB 406x178x67

50 UB 406x178x60

51 UB 406x178x54

52 UB 406x140x46

53 UB 406x140x39

54 UB 356x171x67

55 UB 356x171x57

56 UB 356x171x51

57 UB 356x171x45

58 UB 356x127x39

59 UB 356x127x33

60 UB 356x165x54

61 UB 356x165x46

62 UB 356x165x40

63 UB 305x127x48

64 UB 305x127x42

65 UB 305x127x37

66 UB 305x102x33

67 UB 305x102x28

68 UB 305x102x25

69 UB 254x146x43

70 UB 254x146x37

71 UB 254x146x31

72 UB 254x102x28

73 UB 254x102x25

74 UB 254x102x22

75 UB 203x133x30

76 UB 203x133x25

77 UB 203x102x2378 UB 178x102x19

79 UB 152x89x16

80 UB 127x76x13

Properties for Universal Colu

1 UC 356x406x634


3/33


4/33


5/33

70 W30X191

71 W30X173

72 W30X148

73 W30X132

74 W30X124

75 W30X116

76 W30X108

77 W30X99

78 W30X90

79 W27X539

80 W27X368

81 W27X336

82 W27X307

83 W27X281

84 W27X258

85 W27X235

86 W27X217

87 W27X194

88 W27X178

89 W27X16190 W27X146

91 W27X129

92 W27X114

93 W27X102

94 W27X94

95 W27X84

96 W24X370

97 W24X335

98 W24X306

99 W24X279

100 W24X250

101 W24X229

102 W24X207

103 W24X192

104 W24X176

105 W24X162

106 W24X146

107 W24X131

108 W24X117

109 W24X104

110 W24X103

111 W24X94

112 W24X84

113 W24X76

114 W24X68

115 W24X62116 W24X55

117 W21X201

118 W21X182

119 W21X166

120 W21X147

121 W21X132

122 W21X122


6/33

123 W21X111

124 W21X101

125 W21X93

126 W21X83

127 W21X73

128 W21X68

129 W21X62

130 W21X55

131 W21X48

132 W21X57

133 W21X50

134 W21X44

135 W18x311

136 W18x283

137 W18x258

138 W18x234

139 W18x211

140 W18x192

141 W18X175

142 W18X158143 W18X143

144 W18X130

145 W18X119

146 W18X106

147 W18X97

148 W18X86

149 W18X76

150 W18X71

151 W18X65

152 W18X60

153 W18X55

154 W18X50

155 W18X46

156 W18X40

157 W18X35

158 W16X100

159 W16X89

160 W16X77

161 W16X67

162 W16X57

163 W16X50

164 W16X45

165 W16X40

166 W16X36

167 W16X31

168 W16X26

169 W14X730

170 W14X665

171 W14X605

172 W14X550

173 W14X500

174 W14X455

175 W14X426


7/33

176 W14X398

177 W14X370

178 W14X342

179 W14X311

180 W14X283

181 W14X257

182 W14X233

183 W14X211

184 W14X193

185 W14X176

186 W14X159

187 W14X145

188 W14X132

189 W14X120

190 W14X109

191 W14X99

192 W14X90

193 W14X82

194 W14X74

195 W14X68

196 W14X61197 W14X53

198 W14X48

199 W14X43

200 W14X38

201 W14X34

202 W14X30

203 W14X26

204 W14X22

205 W12X336

206 W12X305

207 W12X279

208 W12X252

209 W12X230

210 W12X210

211 W12X190

212 W12X170

213 W12X152

214 W12X136

215 W12X120

216 W12X106

217 W12X96

218 W12X87

219 W12X79

220 W12X72

221 W12X65

222 W12X58223 W12X53

224 W12X50

225 W12X45

226 W12X40

227 W12X35

228 W12X30

229 W12X26

230 W12X22


8/33

231 W12X19

232 W12X16

233 W12X14

234 W10X112

235 W10X100

236 W10X88

237 W10X77

238 W10X68

239 W10X60

240 W10X54

241 W10X49

242 W10X45

243 W10X39

244 W10X33

245 W10X30

246 W10X26

247 W10X22

248 W10X19

249 W10X17

250 W10X15251 W10X12

252 W8X67

253 W8X58

254 W8X48

255 W8X40

256 W8X35

257 W8X31

258 W8X28

259 W8X24

260 W8X21

261 W8X18

262 W8X15

263 W8X13

264 W8X10

265 W6X25

266 W6X20

267 W6X15

268 W6X16

269 W6X12

270 W6X9

271 W6X8.5

272 W5X19

273 W5X16

274 W4X13


9/33

Column Rows Bolts Gauge Pitch Ext. distance Sum of r2

nc nr n g p r Er

1 2 2 50 50 25.00 1,250.0

1 3 3 50 50 50.00 5,000.0

1 4 4 80 80 120.00 32,000.0

1 5 5 70 70 140.00 49,000.0

1 6 6 70 70 175.00 85,750.0

2 2 4 30 30 21.21 1,800.0

2 3 6 60 60 67.08 19,800.0

2 4 8 70 70 110.68 58,800.0

2 5 10 70 70 144.31 110,250.0

2 6 12 100 75 252.80 366,875.0

3 2 6 30 30 33.54 4,950.0

3 3 9 70 75 102.59 63,150.0

3 4 12 70 75 129.03 118,500.0

3 5 15 70 75 158.82 203,250.0

3 6 18 70 75 190.39 324,750.0

4 2 8 70 75 117.82 66,050.0

4 3 12 70 75 132.50 123,575.0

4 4 16 70 75 153.89 210,500.0

4 5 20 70 75 179.60 336,625.0

4 6 24 100 80 277.31 892,000.05 2 10 150 75 167.71 168,750.0

5 3 15 100 80 188.68 292,000.0

5 4 20 100 80 219.32 506,000.0

5 5 25 100 80 256.12 820,000.0

5 6 30 100 80 296.82 1,259,000.0

6 2 12 100 80 206.16

6 3 18 100 80 223.61

6 4 24 100 80 250.00

6 5 30 100 80 282.84

6 6 36 100 80 320.16


10/33

HEADED CONCRETE ANCHOR DESIGN onnect on ent cat on SC(Design sheet for Embedment Plate transfering Vertical Shear & Axial Force )

INPUT DATA TO BE PROVIDED :uppor ng em er ao umn eam D = mm

B = mm

ha = mm Buppor e eam

D = mm r = mm Weight = kG/m

B = mm D' = mm

tw = mm A = cm2

T = mm n = mm

Member end act ons

Unfactored C = kN T = kN VERTICAL SHEAR = kNactore . n actore = = =

Connection Web

Type of studs (Refer to AWS D1.1 2006) =

Type of concrete

Yield Strength of stud y = M PaTensile Strength of stud ut = M PaGrade of concrte material C linder stren th =

Diameter of anchors (Headed studs) o = mm

Diameter of stud head H = mmNr of anchor columns nc =Nr of anchor rows nr =

Spacing of anchor rows (pitch) p = mmSpacing of anchor columns (gauge) g = mm

Horizontal Edge distance for 1st

column of studs ca2 = mm

Horizontal Edge distance for nth


Vertical Edge distance for nth

row of studs ca1 = mm

Vertical Edge distance for 1st


Eccentricity for vertical shear e = mm

Thickness of embeded plate tp = mm

Sum of square of 'r' for the anchors group e r = mmEffective anchor embedment depth hef = mm

Edge distance between anchors and embedment plate e' = mm

Characteristic strength of Concrete (cylinder) fc'

= M Pa

Eccentricity of normal force on a group of anchors, the distance between the eN' = mmresultant tension load on a group of anchors in tension and the centroid of the

group of anchors in tension

Eccentricity of normal force on a group of anchors, the distance between the eV' = mm

resultant shear load on a group of anchors in shear and the centroid of thegroup of anchors in shear

1500

85750

10

300

24

Apr 08, 2010

75112.5

Uncracked

01

C30

200

500

T e B

150150

22

0

200

122.0544.5 12.7211.9

21.3 0.0

0

500.0500.0

12.7 155.0

500.0

50

476.5

75

450350

30

75

35

0

0

x x

0

10 / 33


11/33

HEADED CONCRETE ANCHOR DESIGN

SC

ca3 = mm

p1-n = mm

ca1 = mm

Front Edgeca2 = mm ca4 = mm

Strength reduction factor,f =Design requirement for Tension loading

Safe. Steel strength of an anchor in tension Nsa = > ( )

Safe. Steel strength for group of anchors in tension f Nsag = > ( )

Safe. Concrete breakout strength of an anchor f Ncb = > ( )in tension

Safe. Concrete breakout strength for group of f Ncbg = > ( )

anchors in tensionSafe. Pullout strength of an anchor in tension Npn = > ( )

Safe. Pullout strength for group of anchors Npng = > ( )in tension

Safe. Concrete side-face blowout strength of a f Nsb = > ( )headed anchor in tension ca1>0.4hef, This check not required

Safe. Concrete side-face blowout strength for f Nsbg = > ( )

group of anchors in tension ca1>0.4hef, This check not required

Design requirement for Shear loading

Safe. Steel strength of an anchor in shear fVs = > ( )

Safe. Steel strength for group of anchors in shear fVsg = > ( )

Safe. Concrete breakout strength of an anchor fVcb = > ( )

in shear

Safe. Concrete breakout strength for group of fVcbg = > ( )

anchors in shearSafe. Concrete pryout strength of an fVcp = > ( )

anchor in shear

Safe. Concrete pryout strength for group of fVcpg = > ( )

anchors in shearInteraction of tensile and shear forcesSafe. Interaction for single anchor (Nua/fNn+Vua/fVn) = 1.2

0.221.48

Nua

Nuag

0.07

0.078

0.078

75.0

112.50

Nuag

kN

112.5

9.38

135.56

1.158

231.3

N.A

Nua

0.7

Nua119.74 kN

957.93 kN

kN

0.32

0.07

1.158

N.A

0.117

Vua

119.74

97.12 kN

Vua

Vuag

Vuag

kN

Apr 08, 2010

1

14.06

75.0

9.38

Nuag

Nua

Nuag

N.A. kN

75.00

75.00

0.07

271.11

9.38

kN

V

300

1500

N.A. kN

0.117

kN

0.142

kN

9.4

14.06

133.79

kN1070.31

462.59

0.243

0.052

kN 14.06

957.93 kN 112.50

98.70

500 200

Vua

Vuag

450

11 / 33


12/33

EVERSENDAI ENGINEERING L.L.C Sheet of

PROJECT Designed by

Date Checked by

SUBJECT

Reference

DESIGN OF STEEL WORK CONNECTIONS SC

DESIGN OF HEADED CONCRETE ANCHOR

(Design sheet for Embedment Plate transfering Vertical shear & Axial Force )

Connection identification SC

Supporting member D1 = mm ha = mm

(Beam / Column) B1 = mm

RC COLUMN

Supported Beam D2 = mm tw2 = mm r2 = mm

UB 533x210x122 B2 = mm Tf2 = mm D'2 = mm

A2 = cm2 n = mm

Member End Actions

Unfactored Factored

Compressive force C = kN kN

Tensile force T = kN kN

Vertical Shear force = kN kN

Connection details

Grade of bolt = Table 7.1

AWS D1.1 - 06

Yield Strength of studfy

=Table 7.1

Tensile Strength of stud futa = AWS D1.1 - 06

Diameter of anchor do =

Diameter of stud head H =

Effective cross sectional area of one anchor Ase = Design strength reduction factor

Nr of anchor column nc = f =

Nr of anchor rows nr =

Nr of bolts n =

Spacing of anchor rows (pitch) p =

Spacing of anchor columns (gauge) g =

Horizontal Edge distance for nth column of studs ca4 =

Horizontal Edge distance for 1st column of studs ca2\ =

Vertical Edge distance for nth row of studs ca1 =

Vertical Edge distance for 1st row of studs ca3 =Eccentricity for vertical shear e =

Depth of embedment plate Dp =

Width of embedment plate Bp =

Thickness of embedment plate tp =

Sum of square of 'r' for the bolt group e r2

=

Effective anchor embedment depth hef =


=

Edge distance bt. anchors and embedment plt. e =

0.7

30.0

85750.0

M Pa

mm

mm75.0

Apr 08, 2010

01

112.5

mm2

mm

mm

mm

mm

500.0

mm

200.0

21.3

350.0

211.9

mm2

450.0

mm

34.8

8

12.7

0.0

544.5

155.0

500.0

600.0

500.0

150.0

300.0

mm

10.0

0.0

500.0

01

KMKxxxxxxxxxxxxxxxxxxx

22.0

2

mm

M Pa

75.0

12.7

476.5

0.0

Type B

50.0

4

1500.0

380.1

mm

mm

M Pa

200.0

0.0

300.0

150.0

75.0

mm

mm

12 / 33


13/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


Check 1 : Forces transfer to anchors V

Assuming the force transfer to the anchors as below

Shear force & Axial tension force transfer to all the anchors

Shear force per anchor Vua = 112.5/8 C/L

Vua =

Shear force for group of anchors Vuag =

Tension force transfer to single anchor, Nua = 75/ 8

Nua = kN

Tension force transfer to group of anchors, Nuag = kN

Check 2 : Steel Strength of Anchors in Tension ACI 318-05Refer to ACI 318-05 D4.4 a(i) f = D 5.1

Nominal strength of a single anchor Nsa = Ase * futa

in tension =

f Nsa = > Nua Safe.

( )

Nominal strength of group of anchors Nsag = n* Ase * futa

in tension =

f Nsag = > Nuag Safe.

( )

Check 3 : Concrete Breakout strength of anchor in tension ACI 318-05 D 5.2

Nominal concrte breakout strength of an Ncb = ANc/ANco *yed,N * yc,N * ycp,N* Nb

anchor in tension

Failure area for single anchor

min(ca3+(nr-1)p),1.5hef)

mm

min((ca1, 1.5hef)

mm

Front Edge

mm mm

min(ca2, 1.5hef) min((ca4 +(nc-1)g), 1.5hef)

Basic concrete breakout strength of an anchor Nb = kc sqrt(fc') hef

1.5

in cracked concrete For cast-in anchors

Where, kc = D.5.2.2

Actual anchor embedment depth hef = limited to max of Camax/1.5

= 300

300

200.0 mm

= 300 V

C.G. of

embedment plt.

300

10.0

kN

75.0

kN

kN

128.3 kN

9.4

75.0

171.1

1368.5

9.4

1026.4

14.1 kN

kN

0.75

112.5

13 / 33


14/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


Effective anchor embedment depth hef = & 1/3 of max spacings.

limiting to max of Cmax/1.5 & 1/3 of max spacing = mm

of anchors where anchors are located less than ca,,min = mm

1.5heffrom three or more edges. ca,,max = mm

Nb = 10* sqrt(30) *200^1.5 ca,,max is the largest of the influencing

Nb = edge distances that are less than or

equal actual 1.5hef.

Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min 1.5hef

yed,N =

Modification factor to account for cracking yc,N =

Modification factor to account for post-install ycp,N = For cast-in anchors

anchors

Projected concerte failure area of an anchor ANco = 9 hef2

for calculation of strength in tension when not = 9 *200^2

limited by edge distance or spacing. =

Projected concerte failure area of an anchor ANc = (300+300) * (300+300) < ANcofor calculation of strength in tension when ANc =

limited by edge distance or spacing. ANc =

Nominal concrte breakout strength of an Ncb = (360000/360000) * 1*1.25*1*154.92

anchor in tension =

f Ncb = > Nua Safe.

( )

Failure area for group of anchors

min(ca3,1.5hef)

mm

(nr-1)p = mm

min(ca1, 1.5hef)mm

Front Edge

mm mm

min(ca2, 1.5hef) (nc-1)g min(ca4, 1.5hef)


1.5

in cracked concrete

Where, kc = For cast-in anchors

D.5.2.2

Actual anchor embedment depth hef = limited to max of Camax/1.5

Effective anchor embedment depth hef = & 1/3 of max spacings.mm

= 300

300

10.0

= 300 V

450

C.G. of

embedment plt.

150 200

kN

mm2

360000.0 mm2

360000.0 mm2

200.0

kN

360000.0

193.7

mm

200

300

300

154.9

1.0

1.0

1.25

1.00

135.6

200.0 mm

200.0

kN

9.4

14 / 33


15/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01








the distance between the

resultant tension load on a group of anchors in eN' =

tension and the centroid of the group of anchors in tension 1

Modification factor for eccentrically loaded yec,N = 1 + (2e'N / 3hef)

anchor group

=


yed,N =



anchors



limited by edge distance or spacing. ANco =

Projected concerte failure area of group of ANc = (300+450+300) * (300+150+200)

anchors for calculation of strength in tension when = < n ANcolimited by edge distance or spacing. ANc = ( mm

2)

Nominal concrte breakout strength for Ncbg = ANc/ANco * yec,N*yed,N * yc,N * ycp,N* Nb

group of anchors in tension = (682500/360000) * 1*0.9*1.25*1* 154.92

=

f Ncbg = > Nuag Safe.

( )

Check 4 : Pullout Strength of Anchors in Tension ACI 318-05 D 5.3

Nominal pullout strength of an anchor Npn = yc,P * Np

in tension

Pullout strength in tension of an Np = Abrg* 8* fc'

headed stud or headed bolt

Bearing area of the head of stud or anchor Abrg = pi() * (34.76^2 - 22^2 )/ 4

boltAbrg =

Pullout strength in tension of an Np = 568.83 * 8 * 30


Np =

mm

mm2

mm2

mm2

330.4

682500.0

682500.0

0.9

0.0

2880000

kN

1.25

1.00

360000.0

1.0

154.9 kN

1.0

231.3 kN

75.0

136.5

568.8 mm

200

200

300

kN

15 / 33


16/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


Modification factor to account for cracking yc,P =

Nominal pullout strength of an anchor Npn = 1.4* 136.52

in tension =

f Npn = > Nua Safe.

( )

Nominal pullout strength of group of Npng = 8 * 191.13

anchors in tension =

f Npng = > Nuag Safe.

( )

Check 5 : Concrete side-face blowout Strength of a headed anchor in Tension D 5.4

Nominal side-face blowout strength of an Nsb = 13 ca1 sqrt(Abrg) sqrt(fc') ca1 = mmanchor in tension = 13 * 300 * sqrt(568.83) * sqrt(30)

(for anchor close to an edge c0.4hef, This check not require

anchor in tension

f Nsb = > Nua Safe.

( )

Nominal side-face blowout strength of an Nsb = 13 ca1 sqrt(Abrg) sqrt(fc') ca1 = mm

anchor in tension = 13 * 200 * sqrt(568.83) * sqrt(30)

(for anchor close to an edge c Nuag Safe.

( )

Check 6 : Steel Strength of Anchors in Shear ACI 318-05

Refer to ACI 318-05 D4.4 a(ii) f = D 6.1

Nominal strength of an anchor in shear Vsa = Ase * futa

Refer to ACI 318-05 D6.1.2(a) =

kN

kN

kN

kN

N.A. kN

N.A.

75.0

75.0

133.8 kN

1.40

191.1 kN

171.1 kN

382.1 kN

N.A.

150.0

N.A. kN

1070.3 kN

509.5 kN

mm

0.5

254.7

1529.0

300

150

9.4

80

300

9.4

200

339.6 kN

0.65

16 / 33


17/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


f Vsa = > Vua Safe.

( )

Nominal strength of anchor group in shear Vsag = n * Ase * futa

=

f Vsag = > Vuag Safe.

( )

Nominal strength of anchor group f Vsag = f* nc * Ase * futa

in shear (for no. of columns of anchors) =

Check 7: Concrete breakout strength of anchor in shear D 6.2

Nominal breakout strength of an anchor Vcb = AVc/AVco * yed,V* yc,V* Vb

for shear force perpendicular to the edge


1st col. nth col.

mm

mm mm

min(ca2, 1.5ca1) min((nc-1)g+ca4, 1.5ca1)

Basic concrete breakout strength of an anchor Vb = 0.6 (le/do)0.2

sqrt(d0)sqrt(fc') ca1

1.5

in cracked concrete

Where, le = min.( hef, 8d0)

=

Actual edge distance ca1 = limited to max of Ca2,max/1.5 , ha/1.5

Effective anchor edge distance ca1 = & 1/3 of max spacings.

limiting to max of Ca2/1.5, ha/1.5 & 1/3 of = mm

max spacing of anchors where anchors are located less than ca2max= mm

1.5ca1 from three or more edges. 1.5ca1= mm

Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(30) * 300^1.5

Vb =

Modification factor for edge effects yed,V = 0.7 + 0.3 (ca2/1.5ca1) for ca2 1.5ca1

yed,V = ca2,min = mm

Modification factor to account for cracking yc,V =

Projected concrete failure area of one anchor, AVco = 4.5 ca12

when not limited by corner influence, spacing,

or member thickness = 4.5 *300 ^ 2

AVco =

kN222.4

889.5 kN

111.2 kN

450

500

112.5

1368.5 kN

14.1

450

450 350

350

121.4 kN

300.0 mm

300.0

1.40

0.9

1.0

mm

405000.0 mm2

176.0 mm

333.33

17 / 33


18/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


Projected concrete failure area of single , AVc = (450 + 350) * 450

anchor when limited by corner influence, spacing,

or member thickness = < Avc0AVc =

Nominal concrete breakout strength of an Vcb = (360000/405000) * 0.933333333333333*1.4*121.4

anchor for shear force perpendicular to the edge =

f Vcb = > Vua Safe.

( )

Failure area for Group of anchors

1st col. nth col.

mm

mm mm mm

min(ca2, 1.5ca1) min(ca4, 1.5ca1)



1.5

in cracked concrete


=





1.5ca1 from three or more edges. 1.5ca1= mm (acutal)

Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(30) * 300^1.5

Vb =


resultant shear load on a group of anchors in eV' =

shear and the centroid of the group of anchors in shear 1

Modification factor for eccentrically loaded yec,V = 1 + (2e'V/ 3ca1)

anchor group

=







AVco =

Projected concrete failure area for groups of, AVc = (450 + 150+ 200) * 450 < nc Avco

anchors when limited by corner influence, spacing, = = mm2

mm

mm2

360000.0 mm2

500

450

200

333.33

14.1

450 150 200

450

405000.0 mm2

176.0 mm

0.8

1.40

1.0

mm

300.0

300.0

0.0 mm

121.4 kN

1.0

141.0 kN

360000.0

98.7 kN

360000.0 mm2

810000

18 / 33


19/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


or member thickness AVc =

Nominal concrete breakout strength for Vcbg = AVc/AVco * yec,V*yed,V* yc,V* Vb

group of anchors for shear force perpendicular = (360000/405000) * 1*0.833333333333333*1.4* 121.4

to the edge =

f Vcbg = > nc*Vua Safe.

( )


1st col. nth col.

mm

mm mm mmmin(ca2, 1.5ca1) min(ca4, 1.5ca1)



1.5

in cracked concrete


=



limiting to max of Ca2/1.5, ha/1.5 & 1/3 of ( for group of anchor) = mm



Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(30) * 333.33^1.5

Vb =





anchor group

=






or member thickness = 4.5 *333.33 ^ 2

AVco =

Projected concrete failure area for groups of, AVc = (500 + 150+ 200) * 500 < nAvco





kN

mm2

88.1

28.1

125.9 kN

360000.0

0.0

500

500 150 200

176.0 mm

750.0 mm

333.3 mm

333.33

500

1125

142.2 kN

mm

1.0

1.0

0.8 200

mm2

1.40

500000.0 mm2

4000000425000.0 mm2

425000.0

19 / 33


20/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


Apr 08, 2010

01


to the edge =

f Vcbg = < Vuag Unsafe.

( )

Check 8: Concrete pryout strength of anchor in shear D 6.3

Nominal pryout strength of an anchor Vcp = kcp * Ncbwhere, kcp =

Vcp = 2* 193.65

Nominal pryout strength of an anchor Vcp =

f Vcp = > Vua Safe.

( )

Nominal pryout strength for group of Vcpg = kcp * Ncbg

anchorsVcpg = 2* 330.42

Nominal pryout strength for group of Vcpg =

anchors f Vcpg = > Vuag Safe.

( )

Check 9: Interaction of tensile and shear forces

Lowest design strength in tension f Nn = min. ( 128.29, 135.56, 133.79, N.A. )

of an anchor = > Nua Safe.

( )

Lowest design strength in tension f Nng = min. ( 1026.36, 231.29, 1070.31, N.A. )

of group of anchors = > Nuag Safe.

( )

Lowest design strength in shear f Vn = min. ( 111.19, 98.7, 271.11 )of an anchor = > Vua Safe.

( )

Lowest design strength in shear f Vng = min. ( 889.51, 97.12, 462.59 )

of group of anchors = >Vuag Safe.

( )

Inetraction check for single anchor

Nua Vua (9.38 / 128.29) + (14.06/ 98.7)

f Nn fVn= 1.2 Unsafe.

+ =

0.216

+ =

1.483

97.1 kN

kN

2.0

112.5

75.0

98.7 kN

14.1

128.3 kN

9.4

231.3 kN

112.5

660.8 kN

14.1

462.6 kN

271.1

387.3 kN

138.7 kN

97.1 kN

112.5

20 / 33


21/33

HEADED CONCRETE ANCHOR DESIGN onnect on ent cat on SC(Design sheet for Embedment Plate transfering Vertical Shear, Axial Force & Moment)

INPUT DATA TO BE PROVIDED :uppor ng em er ao umn eam D = mm

B = mm

ha = mm BSupported Beam

D = mm r = mm Weight = kG/m

B = mm D' = mm

tw = mm A = cm2

T = mm n = mm

Member end act ons

Unfactored C = kN T = kN VERTICAL SHEAR = kNactore . n actore = = =

Connection Web

Type of studs (Refer to AWS D1.1 2006) =

Type of concrete

Yield Strength of stud y = M PaTensile Strength of stud ut = M PaGrade of concrte material =

Diameter of anchors (Headed studs) o = mm

Diameter of stud head H = mmNr of anchor columns nc =Nr of anchor rows nr =

Spacing of anchor rows (pitch) p = mmSpacing of anchor columns (gauge) g = mm

Horizontal Edge distance for 1st


Horizontal Edge distance for nth


Vertical Edge distance for nth


Vertical Edge distance for 1st


Eccentricity for vertical shear e = mm

Thickness of embeded plate tp = mm

Sum of square of 'r' for the anchors group e r = mmEffective anchor embedment depth hef = mm

Edge distance between anchors and embedment plate e' = mm


= M Pa

Eccentricity of normal force on a group of anchors, the distance between the eN' = mmresultant tension load on a group of anchors in tension and the centroid of the

group of anchors in tension

Eccentricity of normal force on a group of anchors, the distance between the eV' = mm

resultant shear load on a group of anchors in shear and the centroid of thegroup of anchors in shear

UB 533x210x122

0

35

100

0

70

0

500.0500.0

12.7

0

155.0

75

500.0

122.0544.5 12.7211.9 476.5

21.3 0.0

50

150150

300

450350

C70

22

75200

500

1500

85750

16

Apr 08, 2010

75112.5

Uncracked

01

T e B

24

200

21 / 33


22/33

HEADED CONCRETE ANCHOR DESIGN

SC

ca3 = mm

ca1 = mm

Front Edgeca2 = mm ca4 = mm

Strength reduction factor,f =Design requirement for Tension loading

Safe. Steel strength of an anchor in tension Nsa = > ( )

Safe. Steel strength for group of anchors in tension f Nsag = > ( )

Safe. Concrete breakout strength of an anchor f Ncb = > ( )in tension

Safe. Concrete breakout strength for group of f Ncbg = > ( )

anchors in tensionSafe. Pullout strength of an anchor in tension Npn = > ( )

Safe. Pullout strength for group of anchors Npng = > ( )in tension

Safe. Concrete side-face blowout strength of a f Nsb = > ( )headed anchor in tension ca1>0.4hef, This check not required

Safe. Concrete side-face blowout strength for f Nsbg = > ( )

group of anchors in tension ca1>0.4hef, This check not required

Design requirement for Shear loading

Safe. Steel strength of an anchor in shear fVs = > ( )

Safe. Steel strength for group of anchors in shear fVsg = > ( )

Safe. Concrete breakout strength of an anchor fVcb = > ( )

in shear

Safe. Concrete breakout strength for group of fVcbg = > ( )

anchors in shearSafe. Concrete pryout strength of an fVcp = > ( )

anchor in shear

Safe. Concrete pryout strength for group of fVcpg = > ( )

anchors in shearInteraction of tensile and shear forcesSafe. Interaction for single anchor (Nua/fNn+Vua/fVn) =


23/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


DESIGN OF HEADED CONCRETE ANCHOR

(Design sheet for Embedment Plate transfering Vertical shear, Axial Force & Moment)

Connection identification SC

Supporting member D1 = mm ha = mm

(Beam / Column) B1 = mm

RC COLUMN

Supported Beam D2 = mm tw2 = mm r2 = mm

UB 533x210x122 B2 = mm Tf2 = mm D'2 = mm

A2 = cm2 n = mm

Member End Actions

Unfactored Factored

Compressive force C = kN kN

Tensile force T = kN kN

Vertical Shear force = kN kN

Connection details

Grade of bolt = Table 7.1

AWS D1.1 - 06

Yield Strength of studfy

=Table 7.1

Tensile Strength of stud futa = AWS D1.1 - 06

Diameter of anchor do =

Diameter of stud head H =

Effective cross sectional area of one anchor Ase = Design strength reduction factor

Nr of anchor column nc = f =

Nr of anchor rows nr =

Nr of bolts n =

Spacing of anchor rows (pitch) p =

Spacing of anchor columns (gauge) g =

Horizontal Edge distance for nth column of studs ca2 =

Horizontal Edge distance for 1st column of studs ca4 =

Vertical Edge distance for nth row of studs ca1 =

Vertical Edge distance for 1st row of studs ca3 =Eccentricity for vertical shear e =

Depth of embedment plate Dp =

Width of embedment plate Bp =

Thickness of embedment plate tp =

Sum of square of 'r' for the bolt group e r2

=

Effective anchor embedment depth hef =


=

Edge distance bt. anchors and embedment plt. e =

Type B

50.0

85750.0

300.0

100.0

300.0

150.0

4

600.0

mm2

1500.0

380.1

mm

M Pa

mm

8

450.0

22.0

75.0

500.0

01

0.0

mm

M Pa

mm

xxxxxxxxxxxxxxxxxxx

70.0

75.0

150.0

544.5

211.9

155.0

350.0

16.0

2

500.0

34.8

500.0

12.7

476.5

0.0

112.5

mm2

mm

12.7

21.3

0.0

75.0

M Pa

mm

mm

mm

200.0

200.0

Apr 08, 2010

01

KMK

mm

mm

0.7

mm

mm

mm

mm

500.0

23 / 33


24/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

Check 1 : Forces transfer to anchors

(nr-1)*p/2

Assuming the force transfer to the anchors as below T

Shear force transfer to all the anchors M

Shear force per anchor Vua = 112.5/8 C/L

Vua =

Shear force for group of anchors Vuag = X

Force equilibrium for the design bearing stress 0.85fcfc'

T+N = C

where,

Tension force transfer to anchors, T

Axial compression force, N (upward for axial tension force)Compression force resisted by concrete, C

Bearing strength of concrete = 0.85fcfc'

=

Compression force resisted by concrete, C = 0.85fcfc' Bp X

C = X Newton

Tension force transfer to anchors, T = X+

(above center of plate)

Moment equilibrium

Taking moment about load point N

T * (nr-1) * p/2 + C * (Dp/2-X/2) = M

( X + ) * + X ( - = 112.5* 0.1

X + X + =

X + =

+ X =

(X + ) ^2 =

X + = +

X = mm or mm

Steel to concrete contact length, X = mm

Compression force resisted by concrete, C = kN

Tension force transfer to anchors, T = kN

(Assumed to be transfer to anchors located

above the C.G. of embedment plate)

Nos of anchors row above the C.G. of nrt = (4 ) / 2

embedment plt. (effective for tension) =

Nos of anchors above the C.G. of embedment plt. nt = 2 * 2

(effective for tension) =

Tension force transfer to single anchor, Nua = 96.36/ 4

Nua = kN

Tension force transfer to group of anchors, Nuag = kN

Check 2 : Steel Strength of Anchors in Tension ACI 318-05

300

MPa

10710

N(Dp/2-X/2)

75.0

14.1 kN

112.5 kN C

35.7

11250000X^25355

-1052.0

2.0

1.99

2.0

21.3559

96.4

4.0

24.1

96.4

10710

0.5X )

11233125.05622750

10710 75.0 225 10710

5355

2409750 16875.0 +

X^2 1050 2097.7

525 277722.7

525 527.0

X^2

3213000

24 / 33


25/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

Refer to ACI 318-05 D4.4 a(i) f = D 5.1

Nominal strength of a single anchor Nsa = Ase * futa

in tension =

f Nsa = > Nua Safe.

( )

Nominal strength of group of anchors Nsag = nt * Ase * futa

in tension =

f Nsag = > Nuag Safe.

( )

Check 3 : Concrete Breakout strength of anchor in tension D 5.2


anchor in tension


min(ca3,1.5hef)

mm

min((ca1+(nr-1)p), 1.5hef)

mm

Front Edge

mm mm

min(ca2, 1.5hef) min((ca4 +(nc-1)g), 1.5hef)


1.5

in cracked concrete

Where, kc = For cast-in anchors

D.5.2.2Actual anchor embedment depth hef = limited to max of Camax/1.5

Effective anchor embedment depth hef = & 1/3 of max spacings.







Modification factor for edge effects yed,N = 0.7 + 0.3 (ca,min/1.5hef) for ca,min


26/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

= for ca,min >1.5hefyed,N =



anchors



limited by edge distance or spacing. =

Projected concerte failure area of an anchor ANc = (300+300) * (300+300) < ANcofor calculation of strength in tension when ANc =

limited by edge distance or spacing. ANc =

Nominal concrte breakout strength of an Ncb = (360000/360000) * 1*1.25*1*236.64

anchor in tension =

f Ncb = > Nua Safe.

( )

Failure area for group of anchors

min(ca3,1.5hef)

mm

(nrt-1)p = mm

min((ca1+(nr-1)p-(nrt-1)p), 1.5hef)

mm

Front Edge

mm mm

min(ca2, 1.5hef) (nc-1)g min(ca4, 1.5hef)

Basic concrete breakout strength of an anchor Nb = kc sqrt(fc) hef.

in cracked concrete For cast-in anchors

Where, kc = D.5.2.2

Actual anchor embedment depth hef = limited to max of Camax/1.5Effective anchor embedment depth hef = & 1/3 of max spacings.








resultant tension load on a group of anchors in eN' =

tension and the centroid of the group of anchors in tension 1

=

300

360000.0 mm2

V

150 200

10.0

200.0200.0

236.6

mm

0.0

mm2

150

C.G. of

embedment plt.

mm

300

1.00

24.1

200

200

300

kN

1.25

mm2

1.0

kN

kN

360000.0

mm

=

295.8

207.1

300

1.0

360000.0

26 / 33


27/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

Modification factor for eccentrically loaded yec,N = 1 + (2e'N / 3hef)

anchor group

=


yed,N =



anchors


for calculation of strength in tension when not = 9 *200^2limited by edge distance or spacing. ANco =

Projected concerte failure area of group of ANc = (300+150+300) * (300+150+200)

anchors for calculation of strength in tension when = < nt ANcolimited by edge distance or spacing. ANc = ( mm

2)

Nominal concrte breakout strength for Ncbg = ANc/ANco * yec,N*yed,N * yc,N * ycp,N* Nb

group of anchors in tension = (487500/360000) * 1*0.9*1.25*1* 236.64

=

f Ncbg = > Nuag Safe.

( )

Check 4 : Pullout Strength of Anchors in Tension D 5.3

Nominal pullout strength of an anchor Npn = yc,P * Np

in tension

Pullout strength in tension of an Np = Abrg* 8* fc'


Bearing area of the head of stud or anchor Abrg = pi() * (34.76^2 - 22^2 )/ 4

bolt

Abrg =

Pullout strength in tension of an Np = 568.83 * 8 * 70


Np =

Modification factor to account for cracking yc,P =

Nominal pullout strength of an anchor Npn = 1.4* 318.55

in tension =

f Npn = > Nua Safe.

( )

Nominal pullout strength of group of Npng = 4 * 445.96

anchors in tension =

f Npng = > Nuag Safe.

( )

1.25

mm2

487500.0

1.00

mm2

487500.0 mm2

0.9

360000.0

1.0

360.5 kN

568.8

kN

24.1

1440000

1.0

kN1783.9

1248.7 kN

96.4

312.2 kN

1.40

446.0 kN

mm2

96.4

252.4 kN

318.5

27 / 33


28/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

Check 5 : Concrete side-face blowout Strength of a headed anchor in Tension D 5.4



(for anchor close to an edge c0.4hef, This check not require

anchor in tension

f Nsb = > Nua Safe.

( )



(for anchor close to an edge c Nuag Safe.

( )

Check 6 : Steel Strength of Anchors in Shear ACI 318-05

Refer to ACI 318-05 D4.4 a(ii) f = D 6.1

Nominal strength of an anchor in shear Vsa = Ase * futa

Refer to ACI 318-05 D6.1.2(a) =

f Vsa = > Vua Safe.

518.8 kN

150

80

200

350

N.A. kN

907.9 kN

300

171.1 kN

583.7 kN

N.A. kN

N.A. kN

96.4

N.A. kN

24.1

kN

mm

0.5

421.5 kN

0.65

111.2

150.0

28 / 33


29/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

( )

Nominal strength of anchor group in shear Vsag = n * Ase * futa

=

f Vsag = > Vuag Safe.

( )

Nominal strength of anchor group f Vsag = f* nc * Ase * futa

in shear (for no. of columns of anchors) =

Check 7: Concrete breakout strength of anchor in shear D 6.2

Nominal breakout strength of an anchor Vcb = AVc/AVco * yed,V* yc,V* Vb

for shear force perpendicular to the edge


1st col. nth col.

mm

mm mm

min(ca2, 1.5ca1) min((nc-1)g+ca4, 1.5ca1)



1.5

in cracked concrete


=





1.5ca1 from three or more edges. 1.5ca1= mm

Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(70) * 300^1.5

Vb =







AVco =

Projected concrete failure area of single , AVc = (450 + 350) * 450

300.0

1.40

405000.0 mm2

0.9

1.0

mm

185.4 kN

300.0

176.0 mm

mm

450

450 350

450

14.1

889.5 kN

1368.5 kN

112.5

333.33

350

500

kN77.8

29 / 33


30/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

anchor when limited by corner influence, spacing,

or member thickness = < Avc0AVc =

Nominal concrete breakout strength of an Vcb = (360000/405000) * 0.933333333333333*1.4*185.44

anchor for shear force perpendicular to the edge =

f Vcb = > Vua Safe.

( )


1st col. nth col.

mm

mm mm mm




1.5

in cracked concrete


=






Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(70) * 300^1.5

Vb =





anchor group

=







AVco =

Projected concrete failure area for groups of, AVc = (450 + 150+ 200) * 450 < nc AVc



150.8 kN

360000.0 mm2

360000.0 mm2

215.4 kN

176.0 mm

405000.0 mm2

0.8

1.40

1.0

1.0

360000.0 mm2

360000.0 mm2

450 150 200

450

mm

200

300.0

0.0 mm

185.4 kN

500

333.33

14.1

mm

300.0

450

810000

30 / 33


31/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK



to the edge =

f Vcbg = > nc*Vua Safe.

( )


1st col. nth col.

mm

mm mm mm


Basic concrete breakout strength of an anchor Vb = 0.6 (le/do).

sqrt(d0)sqrt(fc) ca1.

in cracked concrete


=



limiting to max of Ca2/1.5, ha/1.5 & 1/3 of ( for group of anchor) = mm



Vb = 0.6 * (176/22)^0.2 * sqrt(22) * sqrt(70) * 333.33^1.5

Vb =





anchor group

=






or member thickness = 4.5 *333.33 ^ 2

AVco =

Projected concrete failure area for groups of, AVc = (500 + 150+ 200) * 500 < nAvco




192.3 kN

kN

28.1

134.6

0.0

500

500 150 200

176.0 mm

750.0 mm

333.3 mm

333.33

500

1125

217.2 kN

mm

1.0

1.0

0.8 200

1.40

500000.0 mm2

425000.0 mm2

4000000

425000.0 mm2

31 / 33


32/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK


to the edge =

f Vcbg = >Vuag Safe.

( )

Check 8: Concrete pryout strength of anchor in shear D 6.3

Nominal pryout strength of an anchor Vcp = kcp * Ncbwhere, kcp =


anchor in tension

Nominal concrte breakout strength of an Ncb = Refer to check 3anchor in tension =

Vcp = 2* 295.8

Nominal pryout strength of an anchor Vcp =

f Vcp = > Vua Safe.

( )

Nominal concrte breakout strength for Ncbg = Refer to check 3

group of anchors in tension =

Nominal pryout strength for group of Vcpg = kcp * Ncbg

anchors

Vcpg = 2* 360.51

Nominal pryout strength for group of Vcpg =

anchors f Vcpg = > Vuag Safe.

( )

Check 9: Interaction of tensile and shear forces

Lowest design strength in tension f Nn = min. ( 128.29, 207.06, 312.17, N.A. )

of an anchor = > Nua Safe.

( )

Lowest design strength in tension f Nng = min. ( 513.18, 252.35, 1248.7, N.A. )

of group of anchors = > Nuag Safe.

( )

Lowest design strength in shear f Vn = min. ( 111.19, 150.77, 414.12 )

of an anchor = > Vua Safe.

( )

Lowest design strength in shear f Vng = min. ( 889.51, 148.35, 504.71 )

of group of anchors = >Vuag Safe.

( )

Inetraction check for single anchor

Nua Vua (24.09 / 128.29) + (14.06/ 111.19)

f Nn fVn

414.1 kN

2.0

591.6

504.7 kN

112.5

721.0 kN

128.3 kN

24.1

kN

14.1

252.4 kN

295.8 kN

148.4 kN

112.5

96.4

111.2 kN

kN

14.1

360.5

+ =

112.5

211.9 kN

148.4 kN

32 / 33


33/33


PROJECT Designed by

Date Checked by

SUBJECT

Reference


xxxxxxxxxxxxxxxxxxx

Apr 08, 2010

01

KMK

=

design of headed concrete anchor

Documents